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ICC‐ES Report ESR‐3520Issued 08/2015

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DIVISION: 03 00 00—CONCRETE

SECTION: 03 15 19—CAST‐IN CONCRETE ANCHORS

SECTION: 03 16 00—CONCRETE ANCHORS

REPORT HOLDER:

HILTI, INC.

7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024

EVALUATION SUBJECT:

HILTI ANCHOR CHANNEL HAC AND HILTI CHANNEL BOLTS HBC‐C IN CRACKED AND

UNCRACKED CONCRETE

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.

Copyright © 2016 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 28

ICC-ES Evaluation Report ESR-3520 Issued August 2015

Revised March 2016

This report is subject to renewal August 2016.

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council ®

DIVISION: 03 00 00—CONCRETE Section: 03 15 19—Cast-In Concrete Anchors Section: 03 16 00—Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com [email protected] EVALUATION SUBJECT: HILTI ANCHOR CHANNEL HAC AND HILTI CHANNEL BOLTS HBC-C IN CRACKED AND UNCRACKED CONCRETE

EVALUATION SCOPE 1.0

Compliance with the following codes:

2015, 2012, 2009, and 2006 International Building Code® (IBC)

2015, 2012, 2009, and 2006 International Residential Code® (IRC)

2013 Abu Dhabi International Building Code (ADIBC)† †The ADIBC is based on the 2009 IBC code sections referenced in this

report are the same sections in the ADIBC.

Property evaluated:

Structural

USES 2.0

Hilti anchor channels (HAC-40F, HAC-50F, HAC-60F, HAC-70F) and Hilti anchor channel bolts (HBC-C M12 8.8F, HBC-C M16 4.6F, HBC-C M16 50R, HBC-C M16 8.8F, HBC-C M20 8.8F) are used to resist static, wind, and seismic (IBC Seismic Design Categories A and B) tension loads (Nua) and shear loads perpendicular to the longitudinal channel axis (Vua,y), or any combination of these loads applied at any location between the outermost anchors of the anchor channel in accordance with Figure 2-1 of this report.

Hilti anchor channels (HAC-50F, HAC-60F, HAC-70F) and Hilti anchor channel bolts (HBC-C M16 8.8F, HBC-C M20 8.8F), used in conjunction with Hilti HIT-HY 100 adhesive are used to resist static, wind, and seismic (IBC Seismic

Design Categories C through F) tension loads (Nua) and shear loads perpendicular to the longitudinal channel axis (Vua,y), shear loads acting in the direction of the longitudinal channel axis (Vua,x) or any combination of these loads applied at any location in a distance of 23/4 inches or greater to the outermost anchors of the anchor channel in accordance with Figure 2-1 of this report.

Tension load Nua: z-direction (in direction of anchor)

Shear load Vua,y: y-direction (perpendicular to longitudinal axis of channel)

Longitudinal load Vua,x: x-direction (in direction of longitudinal axis of channel)

Figure 2-1: Load directions covered by this report

Transfer of tension loads takes place via interlock between the channel bolt and the channel lips, bending of the channel, tension in the anchors, and mechanical interlock with the concrete. Shear loads perpendicular to the longitudinal channel axis are transferred by the anchors and by compression stresses between the side of the channel and the concrete. However, for reasons of simplicity, it is assumed that the shear loads are transferred by the anchors only. Shear loads acting in the direction of the longitudinal channel axis are transferred from the channel bolt via mechanical interlock between Hilti HIT-HY 100 adhesive and the rivet (connection between anchor and channel profile mounted through the channel back) to the anchors into the concrete.

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The use is limited to cracked or uncracked normal-weight concrete having a specified compressive strength, f'c, of 2,500 psi to 10,000 psi (17.2 MPa to 69.0 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

Anchor channels are alternatives to cast-in-place anchors described in Section 1901.3 of the 2015 IBC, Section 1908 and 1909 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 and 2006 IBC. They may also be used where an engineered design is permitted in accordance with Section R301.1.3 of the IRC.

DESCRIPTION 3.0

HAC anchor channel system: 3.1

The Hilti anchor channels (Figure 8-3) consists of a V-shaped carbon steel channel profile and at least two round headed anchors bolted to the channel back. The maximum number of anchors per channel is not limited. The appropriate channel bolts (Figure 8-3) are placed in the anchor channel (Figure 2-1). Geometric parameters are shown in Figure 8-2 and Figure 8-4 and are given in Table 8-1 of this report.

Steel specifications for the channels, anchors and channel bolts are given in Table 8-9 of this report.

Concrete: 3.2

Normal-weight concrete shall comply with Sections 1903 and 1905 of the IBC.

DESIGN AND INSTALLATION 4.0

Strength Design: 4.1

4.1.1 General:

The design strength of anchor channels under the 2015, 2012, 2009, and 2006 IBC, must be determined in accordance with ACI 318-14 chapter 17, ACI 318-11, -08, and -05 Appendix D and this report.

4.1.2 Determination of forces acting on anchor channels:

4.1.2.1 General:

Anchor channels shall be designed for critical effects of factored loads as determined by elastic analysis taking into account the elastic support by anchors and the partial restraint of the channel ends by concrete compression stresses. As an alternative, the triangular load distribution method in accordance with Section 4.1.2.2 and Section 4.1.2.3 to calculate the tension and shear loads on anchors shall be permitted.

4.1.2.2 Tension loads:

The tension loads, Naua,i, on an anchor due to a tension

load, Nua, acting on the channel shall be computed in accordance with Eq. (1). An example for the calculation of the tension loads acting on the anchors is given in Figure 4-1.

Naua,i = k · A’i · Nua (1)

where

A’i = ordinate at the position of the anchor i assuming a triangle with the unit height at the position of load Nua and the base length 2ℓin with ℓin determined in accordance with Eq. (3). Examples are provided in Figure 4-1.

k = 1 / ∑A’i (2)

ℓin = I 0.05

4.93 y s s , in.

(3) ℓin = 0.05

13 y s s I , mm

s = anchor spacing, in. (mm)

Nua = factored tension load on channel bolt, lb (N)

Iy = the moment of inertia of the channel shall be taken from Table 8-1 of this report.

If several tension loads are simultaneously acting on the channel, a linear superimposition of the anchor forces for all loads shall be assumed. If the exact position of the load on the channel is not known, the most unfavorable loading position shall be assumed for each failure mode (e.g. load acting over an anchor for the case of failure of an anchor by steel rupture or pull-out and load acting between anchors in the case of bending failure of the channel).

A'2 = 0.25s

ℓin =

1

6 Nua,1

a = Nua,5a = 0

A'3 = 1.25s

ℓin =

5

6 Nua,2

a = 1

6·2

3· Nua =

1

9Nua

A'4 = 0.75s

ℓin =

1

2 Nua,3

a = 5

6·2

3· Nua =

5

9Nua

k = 1

A'2+ A'3+ A'4 =

2

3 Nua,4

a = 1

2·2

3· Nua =

1

3Nua

Figure 4-1: Example for the calculation of anchor forces in accordance with the triangular load distribution method for an anchor channel with five anchors. The influence length is assumed as ℓin = 1.5s

The bending moment Mu,flex on the channel due to tension loads acting on the channel shall be computed assuming a simply supported single span beam with a span length equal to the anchor spacing.

4.1.2.3 Shear loads acting on the channel perpendicular to its longitudinal axis:

The shear load Vaua,y,i on an anchor due to a shear load

Vua,y acting on the channel perpendicular to its longitudinal axis shall be computed in accordance with Section 4.1.2.2 replacing Nua in Eq. (1) by Vua,y.


4.1.2.4 Shear loads acting on the channel in direction of the longitudinal channel axis:

The shear load Vua,x,i on an anchor due to a shear load Vua,x acting on the channel in direction of the longitudinal channel axis shall be computed as follows:

For the verification of the strength of the anchor channel for failure of the anchor or failure of the connection between anchor and channel, pryout failure, and concrete edge failure in case of anchor channels arranged parallel to the edge without corner effects, the shear load Vua,x shall be equally distributed to all anchors for anchor channels with not more than three anchors or to three anchors for anchor channels with more than three anchors [as illustrated in Figure 4-3]. The shear load Vua,x shall be distributed to those three anchors that result in the most unfavorable design condition [in the example given in Figure 4-3 the shear load Vua,x shall be distributed to the anchors 10 to 12].

For the verification of the strength of the anchor channel for concrete edge failure in case of anchor channels arranged perpendicular to the edge and in case of anchor channels arranged parallel to the edge with corner effects, the shear load Vua,x shall be equally distributed to all anchors for anchor channels with not more than three anchors or to the three anchors closest to the edge or corner for anchor channels with more than three anchors [as illustrated in Figure 4-4].

4.1.2.5 Forces related to anchor reinforcement:

If tension loads are acting on the anchor channel, the factored tension forces of the anchor reinforcement for one anchor shall be computed for the factored tension load, N0

ua,i, of the anchor assuming a strut-and-tie model.

If a shear load Vua,y is acting on the anchor channel, the resultant factored tension force of the anchor reinforcement Nua,re, shall be computed by Eq. (4).

, , 1sua re ua y

eN V

z , lb (N) (4)

where, as illustrated in Figure 4-2

es = distance between reinforcement and shear force acting on the anchor channel, in. (mm)

z = 0.85·(h - hch - 0.5da) ≤ min(2hef; 2ca1)

Figure 4-2: Anchor reinforcement to resist shear loads

Figure 4-3: Example for the calculation of anchor forces in case of anchor channels with 12 anchors loaded in shear longitudinal to the channel axis for steel and pryout failure

a) anchor channel installed perpendicular to the edge

b) anchor channel installed parallel to the edge

Figure 4-4: Example for the calculation of anchor channels with 6 anchors loaded in shear longitudinal to the channel axis for concrete edge failure

4.1.3 Requirements for design strength:

4.1.3.1 General:

The design strength of anchor channels under the 2015 IBC as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report.

The design strength of anchor channels under the 2012 IBC as well as Section R301.1.3 of the 2012 IRC must be determined in accordance with ACI 318-11, Appendix D and this report.


The design strength of anchor channels under the 2009 IBC as well as Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report.

The design strength of anchor channels under the 2006 IBC as well as Section R301.1.3 of 2006 IRC must be determined in accordance with ACI 318-05 Appendix D and this report.

Design parameters provided in Table 8-1 through Table 8-8 in this report and references to ACI 318 are based on the 2015 IBC (ACI 318-14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1 and 4.2 of this report.

The strength design must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable.

Design parameters are provided in Table 8-1 through Table 8-9 of this report. Strength reduction factors, , as given in ACI 318-14 17.3.3, ACI 318-11 D.4.3, and in the tables of this report, as applicable, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC, Section 5.3 of ACI 318-14, or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, , as given in ACI 318-11 D.4.4 and in parentheses in the tables of this report must be used for load combinations calculated in accordance with ACI 318-11 Appendix C.

In Eq. (D-1), and (D-2) (ACI 318-05, 08), Table D.4.1.1 (ACI 318-11) or Table 17.3.1.1 (ACI 318-14) Nn and Vn are the lowest design strengths determined from all appropriate failure modes. Nn is the lowest design strength in tension of an anchor channel determined from consideration of Nsa, Nsc, Nsl, Nss, Ms,flex, Ncb, (anchor channels without anchor reinforcement to take up tension loads) or Nca (anchor channels with anchor reinforcement to take up tension loads), Npn, and Nsb. Vn,y is the lowest design strength in shear perpendicular to the axis of an anchor channel as determined from Vsa,y, Vsc,y, Vss, Vss,M, Vsl,y, Vcb,y (anchor channel without anchor reinforcement to take up shear loads perpendicular to the channel axis), or Vca,y (anchor channel with anchor reinforcement to take up shear loads perpendicular to the channel axis) and Vcp,y. Vn,x is the lowest design strength in shear acting longitudinal to the channel axis of an anchor channel as determined from Vsa,x, Vsc,x, Vss, Vss,M, Vsl,x, Vcb,x (anchor channel with or without anchor reinforcement to take up shear loads in the direction of the longitudinal channel axis) and Vcp,x. The design strengths for all anchors of an anchor channel shall be determined.

4.1.3.2 Tension loads:

4.1.3.2.1 Required verifications:

Following verifications are required:

a) Steel Failure: Steel strength of anchor, strength of connection between anchor and channel, strength for local failure of channel lip, strength of channel bolt, bending strength of channel, see Section 4.1.3.2.2.

b) Concrete breakout strength of anchor in tension, see Section 4.1.3.2.3.

c) Pullout strength of anchor channel in tension, see Section 4.1.3.2.4.

d) Concrete side-face blowout strength of anchor channel in tension, see Section 4.1.3.2.5.

4.1.3.2.2 Steel Strength in Tension:

The nominal strength, Nsa, of a single anchor must be taken from Table 8-3 of this report.

The nominal strength, Nsc, of the connection between anchor and anchor channel must be taken from Table 8-3 of this report.

The nominal strength of the channel lips to take up tension loads transmitted by a channel bolt, Nsl, must be taken from Table 8-3 of this report. This value is valid only if the clear distance between two channel bolts, schb, is at least 2bch (see Figure 8-4 and Figure 8-5). If this requirement is not met then the value Nsl given in Table 8-3 must be reduced by the factor

0.5 1 1.0

2chb

ch

s

b

(5)

The nominal strength of the channel bolt, Nss, must be taken from Table 8-7 of this report.

The nominal bending strength of the anchor channel, Ms,flex, must be taken from Table 8-3 of this report.

4.1.3.2.3 Concrete Breakout Strength in Tension:

The nominal concrete breakout strength, Ncb, of a single anchor in tension of an anchor channel shall be determined in accordance with Eq. (6).

b ed N co N c N cb pc NN N ψ ψ lbψ ψ ψ N, , , ,s,N , (6)

The basic concrete breakout strength of a single anchor in tension in cracked concrete, Nb, shall be determined in accordance with Eq. (7).

b ch N c efN f h lbf' 1.5,24 ,

(7) b ch N c efN f h N' 1.5

,10 ,

where = 1 (normal-weight concrete)

efch N

h

0.15

, 17.1

(inch-pound units)

(8)

efch N

h

0.15

, 1180

(SI-units)

Where anchor channels with hef > 7.1 in. (180 mm) are located in an application with three or more edges (as illustrated in Figure 4-5) with edge distances less than ccr,N

(ccr,N in accordance with Eq. (14)) from the anchor under consideration, the values of hef used in Eq. (7), (8), and (11) may be reduced to hef,red in accordance with Eq. (9).

,max,

, ,

max ; , . ( )aef red ef ef

cr N cr N

c sh h h in mm

c s

(9)

where

ca,max is the maximum value of edge or corner distance, in. (mm)

The values ccr,N and scr,N in Eq. (9) shall be computed with hef.


a) anchor channel with influence of one edge and two corners

b) anchor channel with influence of two edges and one corner

Figure 4-5: Examples of anchor channel locations where a reduced value of the embedment depth, hef,red, may be used

The modification factor to account for the influence of location and loading of adjacent anchors, ψs,N, shall be computed in accordance with Eq. (10).

anua iia

i cr N ua

N

N

ψs

s

1.5s

,

, ,

N1

1

,

2

1

1 1

(10)

where (as illustrated in Figure 4-6)

si = distance between the anchor under consideration and adjacent anchor, in. (mm)

≤ scr,N

efcr ,N ef ef

efcr ,N ef ef

. hs . h h , in.

.

. hs . h h , mm

1 32 2 8 3

7 1

1 32 2 8 3

180

(11)

Naua,i = factored tension load of an influencing anchor,

lb (N)

Naua,1 = factored tension load of the anchor under

consideration, lb (N)

n = number of anchors within a distance scr,N to both sides of the anchor under consideration

1 = anchor under consideration

2 to 4 = influencing anchors

Figure 4-6: Example of an anchor channel with non-uniform anchor tension forces

The modification factor for edge effect of anchors loaded in tension, ψed,N, shall be computed in accordance with Eq. (12) or (13).

If ca1 ≥ ccr,N then ψed,N = 1.0 (12)

If ca1 < ccr,N then ψed,N = (ca1 / ccr,N)0.5 ≤ 1.0 (13)

where

1 30 5 2 8 1 5

7 1

1 30 5 2 8 1 5

180

efcr ,N cr ,N ef ef

efcr ,N cr ,N ef ef

. hc . s . h . h , in.

.

. hc . s . h . h , mm

(14)

If anchor channels are located in a narrow concrete member with multiple edge distances ca1,1 and ca1,2 (as shown in Figure 4-7b), the minimum value of ca1,1 and ca1,2 shall be inserted in Eq. (13).

Figure 4-7: Anchor channel

a) at an edge b) in a narrow member

The modification factor for corner effect for anchors loaded in tension, ψco,N, shall be computed in accordance with Eq. (15) or (16).


If ca2 ≥ ccr,N then ψco,N = 1.0 (15)

If ca2 ˂ ccr,N then ψco,N = (ca2 / ccr,N) 0.5

≤ 1.0 (16)

where

ca2 = distance of the anchor under consideration to the corner (see Figure 4-8a, b)

If an anchor is influenced by two corners (as illustrated in Figure 4-8c), the factor ψco,N shall be computed for each of the values ca2,1 and ca2,2 and the product of the factors, ψco,N, shall be inserted in Eq. (6).

Figure 4-8: Anchor channel at a corner of a concrete member

For anchor channels located in a region of a concrete member where analysis indicates no cracking at service load levels, the following modification factor shall be permitted

ψc,N = 1.25

Where analysis indicates cracking at service load levels, ψc,N shall be taken as 1.0. The cracking in the concrete shall be controlled by flexural reinforcement distributed in accordance with ACI 318-05, -08, -11 Section 10.6.4 or with ACI 318-14 Section 24.3.2 and 24.3.3, or equivalent crack control shall be provided by confining reinforcement.

The modification factor for anchor channels designed for uncracked concrete without supplementary reinforcement to control splitting, ψcp,N, shall be computed in accordance with Eq. (17) or (18). The critical edge distance, cac, shall be taken from Table 8-4 of this report.

If ca,min ≥ cac then ψcp,N = 1.0 (17)

If ca,min < cac then ψcp,N = ca,min / cac (18)

whereby ψcp,N as determined in accordance with Eq. (18) shall not be taken less than ccr,N / cac, with ccr,N taken from Eq. (14).

For all other cases, ψcp,N shall be taken as 1.0.

Where anchor reinforcement is developed in accordance with ACI 318-11 Chapter 12 or ACI 318-14 Chapter 25 on both sides of the breakout surface for an anchor of an anchor channel, the design strength of the anchor reinforcement, Nca, shall be permitted to be used instead of the concrete breakout strength, Ncb, in determining Nn. The anchor reinforcement for one anchor shall be designed for the tension force, Na

ua on this anchor using a strut-and-tie model. The provisions in Figure 4-9 shall be taken into account when sizing and detailing the anchor reinforcement. Anchor reinforcement shall consist of stirrups made from deformed reinforcing bars with a maximum diameter of 5/8 in. (No. 5 bar) (16 mm). A strength reduction factor, , of 0.75 shall be used in the design of the anchor reinforcement.

For anchor channels located parallel to the edge of a concrete member or in a narrow concrete member, the plane of the anchor reinforcement shall be arranged perpendicular to the longitudinal axis of the channel (as shown in Figure 4-9.

a) at an edge


b) in a narrow member

Figure 4-9: Arrangement of anchor reinforcement for anchor channels loaded by tension load

4.1.3.2.4 Pullout Strength in Tension:

For anchors of anchor channels, the pullout strength Npn shall be computed in accordance with D.5.3.1, D.5.3.4, and D.5.3.6 of ACI 318-05, -08, -11, Sections 17.4.3.1, 17.4.3.4, 17.4.3.6 of ACI 318-14.

4.1.3.2.5 Concrete Side-Face Blowout Strength of Anchor Channels in Tension:

For anchor channels with deep embedment close to an edge (hef > 2ca1) the nominal side-face blowout strength, Nsb, of a single anchor shall be computed in accordance with Eq. (19).

sb sb s Nb g Nb co Nb h Nb c NbN N ψ ψ ψ ψ ψ lb N0, , , , , , ( ) (19)

The basic nominal strength of a single anchor without influence of neighboring anchors, corner or member thickness effects in cracked concrete, N0

sb, shall be computed in accordance with Eq. (20).

sb a brg cN c A f 0 '1128 ,lb

(20)

sb a brg cN c A f 0 '110.5 ,N

where = 1 (normal-weight concrete)

The modification factor accounting for the distance to and loading of neighboring anchors, ψs,Nb, shall be computed in accordance with Eq. (10), however scr,N shall be replaced by scr,Nb, which shall be computed in accordance with Eq. (21).

scr,Nb = 4ca1, in. (mm) (21)

The modification factor to account for influence of the bearing area of neighboring anchors, Ψg,Nb, shall be computed in accordance with Eq. (22) or Eq. (23).

If s ≥ 4ca1 then g Nbψ , 1.0 (22)

If s < 4ca1 then g Nba

sψ n n

c,1

1 1.04

(23)

where

n = number of tensioned anchors in a row parallel to the edge

The modification factor to account for influence of corner effects, ψco,Nb, shall be computed in accordance with Eq. (24).

aco Nb

cr Nb

cψ

c

0.5

2,

,

1.0 (24)

where

ca2 = corner distance of the anchor, for which the resistance is computed, in. (mm)

ccr,Nb = 2ca1, in. (mm) (25)

If an anchor is influenced by two corners (ca2 < 2ca1), then the factor ψco,Nb shall be computed for ca2,1 and ca2,2 and the product of the factors shall be inserted in Eq. (19).

The modification factor to account for influence of the member thickness, ψh,Nb shall be computed in accordance with Eq. (26) or Eq. (27).

If f > 2ca1 then h Nbψ , 1.0 (26)

If f ≤ 2ca1 then

ef ah Nb

a a

h f c fψ

c c1

,1 1

2

4 4 (27)

where

f = distance between the anchor head and the surface of the concrete member opposite to the anchor channel (as illustrated in Figure 4-10), in. (mm)

Figure 4-10: Anchor channel at the edge of a thin concrete member

The following modification factor to account for influence of uncracked concrete, ψc,Nb, shall be permitted:

ψc,Nb = 1.25

For anchor channels located perpendicular to the edge and loaded uniformly, verification is only required for the anchor closest to the edge.


4.1.3.3 Shear loads acting on the channel perpendicular to its longitudinal axis:



a) Steel Failure: Strength of channel bolt, strength for local failure of channel lip, strength of connection between anchor and channel, and strength of anchor, see Section 4.1.3.3.2.

b) Concrete edge breakout strength of anchor channel in shear, see Section 4.1.3.3.3.

c) Concrete pryout strength of anchor channel in shear, see Section 4.1.3.3.4.

4.1.3.3.2 Steel strength of anchor channels in shear perpendicular to its longitudinal axis:

For anchor channels, the nominal steel shear strength shall be determined as follows:

The nominal strength of a channel bolt in shear, Vss, must be taken from Table 8-8 of this report.

If the fixture is not clamped against the concrete but secured to the channel bolt at a distance from the concrete surface (e.g. by double nuts), the nominal strength of a channel bolt in shear, Vss,M, shall be computed in accordance with Eq. (28).

M ss

ss M

MV ,

, lb (N) (28)

where

αM = factor to take into account the restraint condition of the fixture

= 1.0 if the fixture can rotate freely (no restraint)

= 2.0 if the fixture cannot rotate (full restraint)

uass ss

ss

NM M

N0 1 ,lb-in (N-mm) (29)

ssM 0 = nominal flexural strength of channel bolt

according to Table 8-8 of this report.

≤ 0.5Nsl · a

≤ 0.5Nss · a

= lever arm, in. (mm)

a = internal lever arm, in. (mm) as illustrated in as in Figure 4-11

Figure 4-11: Definition of internal lever arm The nominal strength of the channel lips to take up shear loads perpendicular to the channel transmitted by a channel bolt, Vsl,y, must be taken from Table 8-5 of this report.

The nominal strength of one anchor, Vsa,y, to take up shear loads perpendicular to the channel must be taken from Table 8-5 of this report.

The nominal strength of the connection between one anchor and the anchor channel, Vsc,y, to take up shear loads perpendicular to the channel must be taken from Table 8-5 of this report.

4.1.3.3.3 Concrete breakout strength of an anchor channel in shear perpendicular to its longitudinal axis:

The nominal concrete breakout strength, Vcb,y, in shear perpendicular to the channel of a single anchor of an anchor channel in cracked concrete shall be computed as follows:

a) For a shear force perpendicular to the edge by Eq. (30)

cb y b s V coV c V hVV V ψ ψ ψ ψ lb N, , , , , , ( ) (30)

b) For a shear force parallel to an edge (as shown in Figure 4-12), Vcb,y shall be permitted to be 2.5 times the value of the shear force determined from Eq. (30) with the shear force assumed to act perpendicular to the edge.


Figure 4-12: Anchor channel arranged perpendicular to the edge and loaded parallel to the edge

The basic concrete breakout strength in shear perpendicular to the channel of a single anchor of an anchor channel in cracked concrete, Vb, shall be computed in accordance with Eq. (31).

b ch v c aV f c lbf N' 4/3, 1 , ( ) (31)

where

= 1 (normal-weight concrete)

αch,V = shall be taken from Table 8-6 of this report

f’c = the lesser of the specified concrete compressive strength and 8,500 psi (59 MPa)

The modification factor to account for the influence of location and loading of adjacent anchors, ψs,V shall be computed in accordance with Eq. (32).

an

ua iia

i cr V ua

V

V

ψs

s

1.5s

,

, ,

V1

1

,

2

1

1 1

(32)

where (as illustrated in Figure 4-13)

si = distance between the anchor under consideration and the adjacent anchors

≤ scr,V

scr,V = 4ca1 + 2bch, in. (mm) (33)

Vaua,i = factored shear load of an influencing

anchor,lb (N)

Vaua,1 = factored shear load of the anchor under

consideration, lb (N)

n = number of anchors within a distance scr,V to both sides of the anchor under consideration

Figure 4-13: Example of an anchor channel with different anchor shear forces The modification factor for corner effect for an anchor loaded in shear perpendicular to the channel, ψco,V, shall be computed in accordance with Eq. (34) or (35).

If ca2 ≥ ccr,V then ψco,V = 1.0 (34)

If ca2 < ccr,V then ψco,V = (ca2 / ccr,V)0.5 (35)

where

ccr,V = 2ca1 + bch , in. (mm) (36)

If an anchor is influenced by two corners (as shown in Figure 4-14b), then the factor ψco,V shall be computed for each corner in accordance with Eq. (34) or (35) and the product of the values of ψco,V shall be inserted in Eq. (30).

Figure 4-14: Example of an anchor channel loaded in shear with anchors

a) influenced by one corner

b) influenced by two corners


For anchor channels located in a region of a concrete member where analysis indicates no cracking at service load levels, the following modification factor shall be permitted:

ψc,V = 1.4

For anchor channels located in a region of a concrete member where analysis indicates cracking at service load levels, the following modifications shall be permitted:

ψc,V = 1.0 for anchor channels in cracked concrete with no supplementary reinforcement

ψc,V = 1.2 for anchor channels in cracked concrete with edge reinforcement of a No. 4 bar (12.7 mm) or greater between the anchor channel and the edge

ψc,V = 1.4 for anchor channels in cracked concrete containing edge reinforcement with a diameter of 1/2 inch (12.7 mm) or greater (No. 4 bar or greater) between the anchor channel and the edge, and with the edge reinforcement enclosed within stirrups with a diameter of 1/2 inch (12.7 mm) or greater (No. 4 or greater) spaced 4 inches (100 mm) maximum.

The modification factor for anchor channels located in a concrete member with h < hcr,V, ψh,V (an example is given in Figure 4-15), shall be computed in accordance with Eq. (37).

cr V

h

hψ

0.5

h,

,V 1. 0

(37)

where

hcr,V = 2ca1 + 2hch, in. (mm) (38)

Figure 4-15: Example of an anchor channel in a member with a thickness h < hcr,V

Where an anchor channel is located in a narrow member (ca2,max < ccr,V) with a thickness h < hcr,V (see Figure 4-16), the edge distance ca1 in Eq. (31), (33), (36) and (38) shall not exceed the value ca1,red determined in accordance with Eq. (39).

a ch ch

a red

c binc m

h hm2,max

1,

2max ;

2, .

2 (39)

where ca2,max is the largest of the edge distances perpendicular to the longitudinal axis of the channel.

For this example, the value of ca1,red is obtained by moving the failure surface forward until it intersects the corner as shown. Figure 4-16: Example of an anchor channel influenced by two corners and member thickness (in this example ca2,2 is decisive for the determination of ca1,red)

For anchor channels with bch greater than 1.1 inches (28 mm) and hch greater than 0.6 inches (15 mm) arranged parallel to the edge and loaded by a shear load perpendicular to the edge and anchor reinforcement developed in accordance with ACI 318-11 Chapter 12 or ACI 318-14 Chapter 25 on both sides of the concrete surface, the design strength of the anchor reinforcement, Vca,y, shall be permitted to be used instead of the concrete breakout strength, Vcb,y, in determining Vn,y.

A strength reduction factor, , of 0.75 shall be used in the design of the anchor reinforcement. The strength of the anchor reinforcement assumed in design shall not exceed the value in accordance with Eq. (40). Only anchor reinforcement that complies with Figure 4-17 shall be assumed as effective.

The maximum strength of the anchor reinforcement Vca,y,max of a single anchor of an anchor channel shall be computed in accordance with Eq. (40).

ca y cb ya

V V lbc, ,max ,0.12

1

2.85,

(40)

ca y cb ya

V V Nc, ,max ,0.12

1

4.2,

where Vcb,y is determined in accordance with Eq. (30).

Anchor reinforcement shall consist of stirrups made from deformed reinforcing steel bars with a maximum diameter of 5/8 in. (15.9 mm) (No. 5 bar) and straight edge reinforcement with a diameter not smaller than the diameter of the stirrups (as shown in Figure 4-17). Only one bar at both sides of each anchor shall be assumed as effective. The distance of this bar from the anchor shall not exceed 0.5 ca1 and the anchorage length in the breakout body shall be not less than 4 times the bar diameter. The distance between stirrups shall not exceed the smaller of anchor spacing or 6 inches (152 mm).


Figure 4-17: Requirements for detailing of anchor reinforcement of anchor channels

The anchor reinforcement of an anchor channel shall be designed for the highest anchor load, Va

ua,y of all anchors but at least for the highest individual shear load, Vb

ua,y acting on the channel. This anchor reinforcement shall be arranged at all anchors of an anchor channel.

4.1.3.3.4 Concrete pryout strength of anchor channels in shear perpendicular to the channel axis:

The nominal pryout strength, Vcp,y, in shear of a single anchor of an anchor channel without anchor reinforcement shall be computed in accordance with Eq. (41).

Vcp = Vcp,x = Vcp,y = kcp · Ncb , lb (N) (41)

where

kcp = shall be taken from Table 8-6

Ncb = nominal concrete breakout strength of the anchor under consideration, lb (N), determined in accordance with Section 4.1.3.2.3; however in the determination of the modification factor ψs,N, the values Na

ua,1 and Naua,i in Eq. (10) shall be

replaced by Vaua,1 and Va

ua,i, respectively.

The nominal pryout strength, Vcp,y, in shear of a single anchor of an anchor channel with anchor reinforcement shall not exceed:

Vcp = Vcp,x = Vcp,y = 0.75 · kcp · Ncb , lb (N) (42)

with kcp and Ncb as defined above.

4.1.3.4 Shear loads acting on the channel in direction of the longitudinal channel axis:



a) Steel Failure: Strength of channel bolt, strength of connection between channel lips and channel bolt, strength of connection between anchor and channel, and strength of anchor, see Section 4.1.3.4.2.

b) Concrete edge breakout strength of anchor channel in shear, see Section 4.1.3.4.3.

c) Concrete pryout strength of anchor channel in shear, see Section 4.1.3.4.4.

4.1.3.4.2 Steel strength of anchor channels in shear in the direction of the longitudinal channel axis:

The nominal strength of a channel bolt in shear, Vss, must be taken from Table 8-8 of this report.

If the fixture is not clamped against the concrete but secured to the channel bolt at a distance from the concrete surface (e.g. by double nuts), the nominal strength of a channel bolt in shear, Vss,M, shall be computed in accordance with Eq. (28).

The nominal strength of the connection between channel lips and channel bolt to take up shear loads acting in longitudinal channel axis, Vsl,x, must be taken from Table 8-5.

The nominal strength of one anchor, Vsa,x, to take up shear loads acting in longitudinal channel axis must be taken from Table 8-5.

The nominal strength of the connection between one anchor and the anchor channel, Vsc,x, to take up shear loads acting in longitudinal channel axis must be taken from Table 8-5.

4.1.3.4.3 Concrete breakout strength of anchor channels in shear in the direction of the longitudinal channel axis:

The nominal concrete breakout strength, Vcb,x, in shear acting in longitudinal direction of an anchor channel in cracked concrete shall be computed as follows:

a) For a shear force perpendicular to the edge, by Eq. (D-30), D.6.2.1 (ACI 318-05,-08,-11), Eq. (17.5.2.1a), Section 17.5.2.1 (ACI 318-14). The basic concrete breakout strength in shear in longitudinal channel axis of a single round anchor in an anchor channel in cracked concrete, Vb, shall be computed in accordance with D.6.2.2 (ACI 318-05, -08,-11), 17.5.2.2 (ACI 318-14).

b) For a shear force parallel to an edge, Vcb,x shall be permitted to be twice the value of the shear force determined from Eq. (D-30), D.6.2.1 (ACI 318-05,-08, -11), Eq. (17.5.2.1a), Section 17.5.2.1 (ACI 318-14) with the shear force assumed to act perpendicular to the edge.

4.1.3.4.4 Concrete pryout strength for anchor channels in shear in the direction of the longitudinal channel axis:

The nominal pryout strength, Vcp,x, in shear of a single anchor of an anchor channel without anchor reinforcement shall be computed in accordance with Eq. (41).

The nominal pryout strength, Vcp,x, in shear of a single anchor of an anchor channel with anchor reinforcement shall not exceed Eq. (42).

4.1.3.5 Requirements for Seismic design:

The design of anchor channels to resist tension loads in SDC C, D, E or F where D.3.3.4.2 (ACI 318-11) or 17.2.3.4.2 (ACI 318-14) applies shall satisfy the requirements of D.3.3.4.3 (b), (c) or (d) (ACI 318-11) or 17.2.3.4.3 (b), (c) or (d) (ACI 318-14), as applicable. The design of anchor channels to resist shear loads in SDC C, D, E or F where D.3.3.5.2 (ACI 318-11) or 17.2.3.5.2 (ACI 318-14) applies shall satisfy the requirements of D.3.3.5.3 (ACI 318-11) or 17.2.3.5.3 (ACI 318-14), respectively.

Anchor channels shall be designed according to D.3.3.5 (ACI 318-05) or D.3.3.5 or D.3.3.6 (ACI 318-08).

For anchor channels in SDC C, D, E or F the design strengths given in Section 4.1.3.1 through Section 4.1.3.4


shall be taken as the corresponding seismic design strengths Nn,seis, Vn,x,seis and Vn,y,seis.

4.1.3.6 Interaction of tensile and shear forces:

If forces act in more than one direction the combination of loads has to be verified.

Anchor channels subjected to combined axial and shear loads shall be designed to satisfy the following requirements by distinguishing between steel failure of the channel bolt, steel failure modes of the channel and concrete failure modes.

4.1.3.6.1 Steel failure of channel bolts under combined loads:

For channel bolts, Eq. (43) shall be satisfied.

b bua ua

ss ss

N V

N V

2 2

1.0 (43)

where 0.52 2

, ,b b b

ua ua y ua xV V V

This verification is not required in case of shear load with lever arm as Eq. (28) accounts for the interaction.

4.1.3.6.2 Steel failure modes of anchor channels under combined loads:

For steel failure modes of anchor channels Eq. (44), Eq. (45) and Eq. (46) shall be satisfied.

a) For anchor and connection between anchor and channel:

, ,

, ,

max ; max ;a aa a

ua y ua yua ua

sa sc sa y sc y

V VN N

N N V V

, ,

, ,

1.0 max ;a a

ua x ua x

sa x sc x

V V

V V

(44)

where

α = 1 for anchor channels to resist tension and shear loads in SDC C, D, E or F

In all other cases:

α = 2 for anchor channels with max (Vsa,y; Vsc,y) ≤ min (Nsa; Nsc)

α = 1 for anchor channels with max (Vsa,y; Vsc,y) > min (Nsa; Nsc)

b) At the point of load application:

b bbua y ua xua

sl sl y sl x

V VN

N V V, ,

, ,

1.0 (45)

b bua yu flex ua x

s flex sl y sl x

VM V

M V V,, ,

, , ,

1.0 (46)

where

α = 1 for anchor channels to resist tension and shear loads in SDC C, D, E or F

In all other cases:

α = 2 for anchor channels with Vsl,y ≤ Ns,l

α = 1 for anchor channels with Vsl,y > Ns,l

4.1.3.6.3 Concrete failure modes of anchor channels under combined loads:

For concrete failure modes of anchor channels Eq. (47) shall be satisfied.

a aaua y ua xua

nc nc y nc x

V VN

N V V, ,

, ,

1.0 (47)

where

α = 1.0 for anchor channels to resist tension and shear loads in SDC C, D, E or F

In all other cases:

α = 1.5 anchor channels without anchor reinforcement or with anchor reinforcement to take up tension and shear loads

α = 1.0 anchor channels with anchor reinforcement to take up tension or shear loads

4.1.4 Minimum Member Thickness, Anchor Spacing, and Edge Distance:

Anchor channels shall satisfy the requirements for edge distance, spacing, and member thickness.

The minimum edge distance, minimum and maximum anchor spacing and minimum member thickness shall be taken from Table 8-1 of this report. The critical edge distance, cac, shall be taken from Table 8-4 of this report.

Allowable Stress Design: 4.2

4.2.1 General:

Strength design values determined in accordance with ACI 318 (-05, -08, -11) Appendix D or ACI 318-14 Chapter 17, as applicable, with amendments in Section 4.1 of this report may be converted to values suitable for use with allowable stress design (ASD) load combinations. Such guidance of conversions shall be in accordance with the following:

For anchor channels designed using load combinations in accordance with IBC Section 1605.3 (Allowable Stress Design), allowable loads shall be established using Eq. (48), Eq. (49), Eq. (50) and Eq. (51).

,n

allowable ASDASD

NT

(48)

n xx allowable ASD

ASD

VV ,

, , (49)

n yy allowable ASD

ASD

VV ,

, , (50)

s flexs flex allowable ASD

ASD

MM ,

, , , (51)

where

Tallowable,ASD = Allowable tension load (lb or kN)

Vx,allowable,ASD = Allowable shear load in longitudinal channel axis, lb (N)

Vy,allowable,ASD = Allowable shear load perpendicular to the channel axis, lb (N)

Ms,flex,allowable,ASD = Allowable bending moment due to tension loads lb-in (Nm)


ΦNn = Lowest design strength of an anchor, channel bolt, or anchor channel in tension for controlling failure mode as determined in accordance with ACI 318 (-05, -08, -11) Appendix D or ACI 318-14 Chapter 17 as applicable with amendments in Section 4.1 of this report, lb (N)

Vn,x = Lowest design strength of an anchor, channel bolt, or anchor channel in shear in the longitudinal channel axis for controlling failure mode as determined in accordance with ACI 318 (-05, -08, -11) Appendix D or ACI 318-14 Chapter 17 as applicable with amendments in Section 4.1 of this report, lb (N).

Vn,y = Lowest design strength of an anchor, channel bolt, or anchor channel in shear perpendicular to the channel axis for controlling failure mode as determined in accordance with ACI 318 (-05, -08, -11) Appendix D or ACI 318-14 Chapter 17 as applicable with amendments in Section 4.1 of this report, lb (N).

αASD = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, αASD shall include all applicable factors to account for non-ductile failure modes and required overstrength.

4.2.2 Interaction of tensile and shear forces:

Interaction shall be calculated in accordance with Section 4.1.3.6 and amendments in Section 4.1 of this report.

Nua, Vua,x, Vua,y and Mu,flex shall be replaced by the unfactored loads Ta, Vx

a, Vya and Ma. The design strengths

Nn, Vn,x, Vn,y and Ms,flex shall be replaced by the allowable loads Tallowable,ASD, Vx,allowable,ASD, Vy,allowable,ASD and Ms,flex,allowable,ASD.

where

Ta = unfactored tension load applied to an anchor channel, lb (N)

Ma = unfactored bending moment on anchor channel due to tension loads (calculation according to Section 4.1.2.2, lb-in (Nm)

Vxa = unfactored shear load applied to an anchor

channel in the longitudinal channel axis, lb (N)

Vya = unfactored shear load applied to an anchor

channel perpendicular to the channel axis, lb (N)

Installation: 4.3

Installation parameters are provided in Table 8-1 of this report. Anchor channel location must comply with this report and the plans and specifications approved by the code official. Installation of the anchor channels must conform to the manufacturer’s printed installation instructions (MPII) included with the product, as provided in Figure 8-6. Installation of the channel bolts must conform to the manufacturer’s printed installation instructions (MPII) included with the product, as provided in Figure 8-7 where no Hilti HIT-HY 100 adhesive is used and Figure 8-8 for anchor channels used in conjunction with Hilti HIT-HY 100 adhesive.

Channel installation in formwork includes the following steps according to Figure 8-6:

(1) Selection of anchor channel in accordance with the design specification.

(2) Minimum end distance for cutting anchor channels according to Table 8-1.

(3) Position the anchor channel such that the channel lips will be flush with the surface of the concrete. Secure anchor channels to formwork (3a) or adjoining reinforcing steel (3b) with nails, staples, rivets, or wire ties as appropriate. Supports and attachments shall be adequate to ensure that anchor channels remain in position during concrete placement. Anchor channels shall not be pushed into fresh concrete (3c). Anchors shall not be bent, cut or otherwise modified (3d).

(4) Anchor channels shall be protected from intrusion of concrete and slurry into the channel during concrete placement. Place and consolidate concrete around anchor channels to mitigate voids. Make sure that channels are leveled.

(5) Installed anchor channels must be flush with the concrete surface.

(6, 7) Remove the foam filler after hardening of concrete and striking the formwork.

Channel bolt installation in the anchor channel shall include the following steps according to Figure 8-7:

(1) Select Hilti channel bolt in accordance with the design specification.

(2) Place the channel bolt in the channel:

• Lock the channel bolt in the channel by turning it 90 degrees (2a).

• Verify alignment of the bolt with the groove (2b).

(3) Verify that the channel bolt is not located outside of that portion of the channel bounded by the outermost anchors.


(5) Apply the installation torque Tinst to the channel bolt with a calibrated torque wrench. Do not exceed the value Tinst distinguishing between general installation condition of the fixture (fixture is in contact with the concrete surface) and steel to steel contact (suitable steel element e.g. square plate washer is used to avoid contact between fixture and concrete surface).

Where anchor channels are used to resist seismic loads (SDC C, D, E and F) and/or static shear loads acting in the direction of the longitudinal channel axis, the following additional installation procedures using Hilti HIT-HY 100 adhesive shall be followed according to Figure 8-8:

(1) Safety precautions: read instructions, wear goggles, gloves, and other required personal protective equipment. Use of HILTI HIT-HY 100 adhesive is allowed for channels installed top-of-slab or horizontally face-of-slab only. Overhead installation is not permitted.

(2) Select Hilti channel bolt in accordance with the design specification.

(3) Use only HBC-C M16 8.8F or HBC-C M20 8.8F in combination with HAC-50F, HAC-60F or HAC-70F.

(4) Lock the channel bolt in the channel by turning it 90 degrees.


(5) Verify that the distance of channel bolt to outermost anchor is 23/4 inches or greater, and that the maximum spacing between bolts is 7 inches.

(6) Verify that the dimension of the attached component along the length of the channel does not exceed 91/4 inches.


(8) Apply the installation torque Tinst to the channel bolt with a calibrated torque wrench. Do not exceed the value Tinst distinguishing between general installation condition of the fixture (fixture is in contact with the concrete surface) and steel to steel contact (suitable steel element e.g. square plate washer is used to avoid contact between fixture and concrete surface).

(9) Following placement and torqueing of all channel bolts, inject Hilti HIT-HY 100 adhesive into the channel cavity.

(10) Observe excess Hilti HIT-HY 100 adhesive on the other side of the fixture.

(11) When excess Hilti HIT-HY 100 adhesive flows out on the other side of the fixture start filling the anchor channel with Hilti HIT-HY 100 adhesive from the other side.

(12) Make sure the channel is fully filled with Hilti HIT-HY 100 adhesive

(13) Observe curing time according to instructions for use of Hilti HIT-HY 100 adhesive.

(14) Do not apply longitudinal shear loads to the anchor channel until the cure time for Hilti HIT-HY 100 adhesive has elapsed.

Special Inspection: 4.4

Periodic special inspection shall be performed as required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 and 2012 IBC, Section 1704.15 of the 2009 IBC or Section 1704.13 of the 2006 IBC and in accordance with this report.

4.4.1 Inspection requirements:

The special inspector shall be present during anchor channel placement in the formwork to verify anchor channel type, channel size, number, size and, length of anchors, as well as anchor channel placement and edge distance in accordance with the contract documents, and proper fastening of the anchor channels to the formwork in accordance with the manufacturer’s printed installation instructions (MPII).

Following placement of concrete and form removal, the special inspector shall verify that the concrete around the anchor channel is without significant visual defects, that the anchor channel is flush with the concrete surface, and that the channel interior is free of concrete, laitance, or other obstructions. Following the installation of attachments to the anchor channel, the special inspector shall verify that the correct system hardware, such as T-headed bolts and washers, has been used, positioned correctly, and torqued, all in accordance with the installation instructions (MPII).

The special inspector shall be present for the installations of attachments to each type and size of anchor channel. The special inspector shall be present for the filling of the anchor channel with Hilti HIT-HY 100 adhesive, where applicable.

Where they exceed the requirements stated here, the special inspector shall adhere to the special inspection requirements provided in the statement of special inspections as prepared by the registered design professional in responsible charge.

4.4.2 Proof loading program:

Where required by the registered design professional in responsible charge, a program for on-site proof loading (proof loading program) to be conducted as part of the special inspection shall include at a minimum the following information:

1. Frequency and location of proof loading based on channel size and length;

2. Proof loads specified by channel size;

3. Acceptable displacements at proof load;

4. Remedial action in the event of failure to achieve proof load or excessive displacement.

CONDITIONS OF USE 5.0

Hilti anchor channels (HAC) and Hilti anchor channel bolts (HBC-C) described in this report are a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:

The anchor channels, anchor channel bolts and Hilti 5.1HIT-HY 100 must be installed in accordance with the manufacturer’s printed installation instructions (MPII) and this report as depicted in Figure 8-6, Figure 8-7 and Figure 8-8. In case of a conflict, this report governs.

The Hilti anchor channels (HAC-40F, HAC-50F, 5.2HAC-60F, HAC-70F) and Hilti anchor channel bolts (HBC-C M12 8.8F, HBC-C M16 4.6F, HBC-C M16 50R, HBC-C M16 8.8F, HBC-C M20 8.8F) are used to resist static, wind, and seismic (IBC Seismic Design Categories A and B) tension loads (Nua) and shear loads perpendicular to the longitudinal channel axis (Vua,y), or any combination of these loads applied at any location between the outermost anchors of the anchor channel in accordance with Figure 2-1 of this report.

Hilti anchor channels (HAC-50F, HAC-60F, HAC-70F) and Hilti anchor channel bolts (HBC-C M16 8.8F, HBC-C M20 8.8F), used in conjunction with Hilti HIT-HY 100 adhesive are used to resist static, wind, and seismic (IBC Seismic Design Categories A through F) tension loads (Nua) and shear loads perpendicular to the longitudinal channel axis (Vua,y), shear loads acting in the direction of the longitudinal channel axis (Vua,x) or any combination of these loads applied at any location in a distance of 23/4 inches or greater to the outermost anchors of the anchor channel in accordance with Figure 2-1 of this report.

The Hilti anchor channels must be limited to the use 5.3in cracked or uncracked normal-weight concrete having a specified compressive strength, f'c, of 2,500 psi to 10,000 psi (17.2 MPa to 69.0 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].

Since an acceptance criteria for evaluating data to 5.4determine the performance of anchor channels in lightweight concrete is unavailable at this time, the use of these anchor channels under such conditions is beyond the scope of this report.


Strength design values must be established in 5.5accordance with Section 4.1 of this report.

Allowable stress design values are established with 5.6Section 4.2 of this report.

Minimum and maximum anchor spacing and 5.7minimum edge distance as well as minimum member thickness must comply with the values given in Table 8-1 of this report.

Prior to anchor channel installation, calculations and 5.8details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

Where not otherwise prohibited in the code, Hilti 5.9Anchor channels are permitted for use with fire-resistance-rated construction provided that at least one of the following conditions is fulfilled:

Anchor channels are used to resist wind or seismic forces only.

Anchor channels that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

Anchor channels are used to support nonstructural elements.

Since an acceptance criteria for evaluating data to 5.10determine the performance of anchor channels subjected to fatigue or shock loading is unavailable at this time, the use of these anchor channels under such conditions is beyond the scope of this report.

Use of hot-dipped galvanized carbon steel anchor 5.11channels is permitted for exterior exposure or damp environments. In case anchor channels are cut after

applying the zinc-coating, only use in dry internal conditions is permitted.

Steel anchoring materials in contact with 5.12preservative-treated and fire-retardant-treated wood shall be of zinc-coated carbon steel. The minimum coating weights for zinc-coated steel shall comply with ASTM A153.

Special inspection must be provided in accordance 5.13with Section 4.4 of this report.

Hilti anchor channels and channel bolts are produced 5.14under an approved quality-control program with inspections performed by ICC-ES.

EVIDENCE SUBMITTED 6.0

Data in accordance with ICC-ES Acceptance Criteria 6.1for Anchor Channels in Concrete Elements (AC232), dated June 2015 (editorially revised July 2015).

Quality control documentation. 6.2

IDENTIFICATION 7.0

The anchor channels are identified by the 7.1manufacturer’s name, anchor channel type and size and corrosion protection type (e.g. Hilti HAC-50F) as well as manufacturing week and year embossed into the channel profile. The marking must be visible after installation of the anchor channel. The evaluation report number (ESR-3520) is given in the installation instructions (MPII) (see Figure 8-6).

Channel bolts HBC-C are identified by packaging 7.2labeled with the manufacturer’s name, bolt type, bolt diameter and length, bolt grade, corrosion protection type (e.g. HBC-C M12X60 8.8F) and evaluation report number (ESR-3520). The bolt type, bolt grade and corrosion protection type is embossed into the channel bolt head.

Hilti HIT-HY 100 is identified by packaging labeled 7.3with the manufacturer’s name, and evaluation report number (ESR-3574).


NOTATIONS 8.0

Equations are provided in units of inches and pounds. For convenience, SI (metric) units are provided in parentheses where appropriate. Unless otherwise noted, values in SI units shall be not used in equations without conversion to units of inches and pounds.

bch width of channel, as shown in Figure 8-2, inch (mm)

ca edge distance of anchor channel, measured from edge of concrete member to axis of the nearest anchor as

shown in Figure 4-2, in. (mm)

ca1 edge distance of anchor channel in direction 1 as shown in Figure 4-2, in. (mm)

c’a1 net distance between edge of the concrete member and the anchor channel: c'a1 = ca1 – bch/2 in. (mm)

ca1,red reduced edge distance of the anchor channel, as referenced in Eq. (39)

ca2 edge distance of anchor channel in direction 2 as shown in Figure 4-8, in. (mm)

ca,max maximum edge distance of anchor channel, in. (mm)

ca,min minimum edge distance of anchor channel, in. (mm)

cac edge distance required to develop full concrete capacity in absence of reinforcement to control splitting,

in. (mm)

ccr edge distance required to develop full concrete capacity in absence of anchor reinforcement, in. (mm)

ccr,N critical edge distance for anchor channel for tension loading for concrete breakout, in. (mm)

ccr,Nb critical edge distance for anchor channel for tension loading, concrete blow out, in. (mm)

ccr,V critical edge distance for anchor channel for shear loading, concrete edge breakout, in. (mm)

d1 diameter of head of round anchor, as shown in Figure 8-2, in. (mm)

d2 shaft diameter of round anchor, as shown in Figure 8-2, in. (mm)

df diameter of hole in the fixture, in. (mm)

da diameter of anchor reinforcement, in. (mm)

ds diameter of channel bolt, in. (mm)

e1 distance between shear load and concrete surface, in. (mm)

es distance between the axis of the shear load and the axis of the anchor reinforcement resisting the shear load,

in. (mm)

f distance between anchor head and surface of the concrete, in. (mm)

f′c specified concrete compressive strength, psi (MPa)

futa specified ultimate tensile strength of anchor, psi (MPa)

futc specified ultimate tensile strength of channel, psi (MPa)

futb specified ultimate tensile strength of channel bolt, psi (MPa)

fy specified yield tensile strength of steel, psi (MPa)

fya specified yield strength of anchor, psi (MPa)

fyc specified yield strength of channel, psi (MPa)

fys specified yield strength of channel bolt, psi (MPa)

h thickness of concrete member or test member, as shown in Figure 8-2, inch (mm)

hch height of channel, as shown in Figure 8-2, in. (mm)

hcr,V critical member thickness, in. (mm)

hef effective embedment depth, as shown in Figure 8-2, in. (mm)

hef,min minimum effective embedment depth, in. (mm)

hef,red reduced effective embedment depth, as referenced in Eq. (9), in. (mm)

hnom nominal embedment depth, as shown in Figure 8-2, in. (mm)

k load distribution factor, as referenced in Eq. (1)

kcp pryout factor

ℓA nominal embedment depth, minus channel height, as shown in Figure 8-2, in. (mm)

ℓ lever arm of the shear force acting on the channel bolt, in. (mm)


ℓdh development length in tension of deformed bar or deformed wire with a standard hook, measured from critical

section to outside end of hook, in. (mm)

ℓin influence length of an external load Nua along an anchor channel, in. (mm)

s spacing of anchors in direction of longitudinal axis of channel, in. (mm)

schb clear distance between channel bolts in direction of longitudinal axis of channel, in. (mm)

scr anchor spacing required to develop full concrete capacity in absence of anchor reinforcement, in. (mm)

scr,N critical anchor spacing for tension loading, concrete breakout, in. (mm)

smax maximum spacing between anchor elements in anchor channels, in. (mm)

smin minimum spacing between anchor elements in anchor channels, in. (mm)

scr,Nb critical anchor spacing for tension loading, concrete blow-out, in. (mm)

scr,V critical anchor spacing for shear loading, concrete edge breakout, in. (mm)

th thickness of head portion of headed anchor, as shown in Figure 8-2, in. (mm)

x distance between end of channel and nearest anchor, in. (mm)

z internal lever arm of the concrete member, in. (mm)

Abrg bearing area of anchor head, in.2 (mm2)

Ai ordinate at the position of the anchor i, as illustrated in Figure 4-1, in. (mm)

Ase,N effective cross-sectional area of anchor or channel bolt in tension, in.2, (mm²)

Ase,V effective cross-sectional area of channel bolt in shear (mm²)

Iy moment of inertia of the channel about principal y-axis, in.4 (mm4)

M1 bending moment on fixture around axis in direction 1, lb-in (Nm)

M2 bending moment on fixture around axis in direction 2, lb-in (Nm)

Ms,flex nominal flexural strength of the anchor channel, lb-in (Nm)

Mss flexural strength of the channel bolt, lb-in (Nm)

ssM 0 nominal flexural strength of the channel bolt, lb-in (Nm)

Mu,flex bending moment on the channel due to tension loads, lb-in (Nm)

Nb basic concrete breakout strength of a single anchor in tension, lb (N)

Nca nominal strength of anchor reinforcement to take up tension loads, lb (N)

Ncb concrete breakout strength of a single anchor of anchor channel in tension, lb (N)

Nn lowest nominal tension strength from all appropriate failure modes under tension, lb (N)

Np pullout strength of a single anchor of an anchor channel in tension, lb (N)

Npn nominal pullout strength of a single anchor of an anchor channel in tension, lb (N)

Nnc nominal tension strength of one anchor from all concrete failure modes (lowest value of Ncb (anchor channels

without anchor reinforcement to take up tension loads) or Nca (anchor channels with anchor reinforcement to

take up tension loads), Npn, and Nsb)

Nns nominal steel strength of anchor channel loaded in tension (lowest value of Nsa, Nsc and Nsl), lb (N)

Nns,a nominal tension strength for steel failure of anchor or connection between anchor and channel (lowest value of

Nsa and Nsc)

Nsa nominal tensile steel strength of a single anchor, lb (N)

Nsb nominal concrete side-face blowout strength, lb (N)

sbN0 basic nominal concrete side-face blowout strength, lb (N)

Nsc nominal tensile steel strength of the connection between channel and anchor, lb (N)

Nsl nominal tensile steel strength of the local bending of the channel lips, lb (N)

Nss nominal tensile strength of a channel bolt, lb (N)

auaN factored tension load on a single anchor of the anchor channel, lb (N)

aua iN ,

factored tension load on anchor i of the anchor channel, lb (N)

buaN factored tension load on a channel bolt, lb (N)


Nua,re factored tension load acting on the anchor reinforcement, lb (N)

Tallowable,ASD allowable tension load for use in allowable stress design environments, lb (N)

Tinst installation torque moment given in installation instructions (MPII), lb-in. (N-m)

Vx,allowable,ASD allowable shear load in longitudinal channel axis for use in allowable stress design environments, lb (N)

Vy,allowable,ASD allowable shear load perpendicular to the channel axis for use in allowable stress design environments, lb (N)

Vb basic concrete breakout strength in shear of a single anchor, lb (N)

Vca,y nominal strength of the anchor reinforcement of one anchor to take up shear loads perpendicular to the channel

axis, lb (N)

Vca,x nominal strength of the anchor reinforcement of one anchor to take up shear loads in longitudinal channel axis,

lb (N)

Vca,y,max maximum value of Vca,y of one anchor to be used in design, lb (N)

Vcb,y nominal concrete breakout strength in shear perpendicular to the channel axis of an anchor channel, lb (N)

Vcb,x nominal concrete breakout strength in shear in longitudinal channel axis of an anchor channel, lb (N)

Vcp nominal pry-out strength of a single anchor (Vcp,x = Vcp,y), lb (N)

Vcp,y nominal pry-out strength perpendicular to the channel axis of a single anchor, lb (N)

Vcp,x nominal pry-out strength in longitudinal channel axis of a single anchor, lb (N)

Vn,y lowest nominal steel strength from all appropriate failure modes under shear perpendicular to the channel axis,

lb (N)

Vn,x lowest nominal steel strength from all appropriate failure modes under shear loading in longitudinal channel

axis, lb (N)

Vnc nominal shear strength of one anchor from all concrete failure modes (lowest value of Vcb (anchor channels with

anchor reinforcement to take up shear loads) or Vca (anchor channels with anchor reinforcement to take up

shear loads) and Vcp)

Vns Nominal steel strength of anchor channel loaded in shear (lowest value of Vsa, Vsc, and Vsl)

Vns,a nominal shear strength for steel failure of anchor or connection between anchor and channel (lowest value of

Vsa and Vsc)

Vsa,y nominal shear steel strength perpendicular to the channel axis of a single anchor, lb (N)

Vsa,x nominal shear steel strength in longitudinal channel axis of a single anchor, lb (N)

Vsa,y,seis nominal seismic shear steel strength perpendicular to the channel axis of a single anchor, lb (N)

Vsa,x,seis nominal seismic shear steel strength in longitudinal channel axis of a single anchor, lb (N)

Vsc,y nominal shear strength perpendicular to the channel axis of connection between one anchor and the anchor

channel, lb (N)

Vsc,x nominal shear strength in longitudinal channel axis of connection between one anchor and the anchor channel,

lb (N)

Vsc,y,seis nominal seismic shear strength perpendicular to the channel axis of connection between one anchor bolt and

the anchor channel, lb (N)

Vsc,x,seis nominal seismic shear strength in longitudinal channel axis of connection between one anchor bolt and the

anchor channel, lb (N)

Vsl,y nominal shear steel strength perpendicular to the channel axis of the local bending of the channel lips, lb (N)

Vsl,x nominal shear steel strength in longitudinal channel axis of connection between channel bolt and channel lips,

lb (N)

Vsl,y,seis nominal seismic shear steel strength perpendicular to the channel axis of the local bending of the channel lips,

lb (N)

Vsl,x,seis nominal seismic shear steel strength in longitudinal channel axis of connection between channel bolt and

channel lips, lb (N)

Vss nominal strength of channel bolt in shear, lb (N)

Vss,M nominal strength of channel bolt in case of shear with lever arm, lb (N)


uaV factored shear load on anchor channel, lb (N)

ua xV , factored shear load on anchor channel in longitudinal channel axis, lb (N)

ua yV , factored shear load on anchor channel perpendicular to the channel axis, lb (N)

auaV factored shear load on a single anchor of the anchor channel, lb (N) a

ua xV , factored shear load on a single anchor of the anchor channel in longitudinal channel axis, lb (N)

aua yV ,

factored shear load on a single anchor of the anchor channel perpendicular to the channel axis, lb (N)

aua iV ,

factored shear load on anchor i of the anchor channel, lb (N)

aua x iV , ,

factored shear load on anchor i of the anchor channel in longitudinal channel axis, lb (N)

aua y iV , ,

factored shear load on anchor i of the anchor channel perpendicular to the channel axis, lb (N)

buaV factored shear load on a channel bolt, lb (N) b

ua xV , factored shear load on a channel bolt in longitudinal channel axis, lb (N)

bua yV ,

factored shear load on a channel bolt perpendicular to the channel axis, lb (N)

α exponent of interaction equation (see Section 4.1.3.6)

αASD conversion factor for allowable stress design (see Section 4.2)

αch,N factor to account for the influence of channel size on concrete breakout strength in tension

αM factor to account for the influence of restraint of fixture on the flexural strength of the channel bolt

αch,V factor to account for the influence of channel size and anchor diameter on concrete edge breakout strength in

shear (lb1/2/in1/3) (N1/2/mm1/3)

λ modification factor for lightweight concrete (λ = 1 for normal weight concrete)

ψc,N modification factor to account for influence of cracked or uncracked concrete on concrete breakout strength

ψc,Nb modification factor to account for influence of cracked or uncracked concrete on concrete blowout strength

ψc,V modification factor to account for influence of cracked or uncracked concrete for concrete edge breakout

strength

ψco,N modification factor for corner effects on concrete breakout strength for anchors loaded in tension

ψco,Nb modification factor for corner effects on concrete blowout strength for anchors loaded in tension

ψco,V modification factor for corner effects on concrete edge breakout strength for anchor channels loaded in shear

ψcp,N modification factor for anchor channels to control splitting

ψed,N modification factor for edge effect on concrete breakout strength for anchors loaded in tension

ψg,Nb modification factor to account for influence of bearing area of neighboring anchors on concrete blowout strength

for anchors loaded in tension

ψh,Nb modification factor to account for influence of member thickness on concrete blowout strength for anchors

loaded in tension

ψh,V modification factor to account for influence of member thickness on concrete edge breakout strength for

anchors channels loaded in shear

ψs,N modification factor to account for influence of location and loading of neighboring anchors on concrete breakout

strength for anchor channels loaded in tension

ψs,Nb modification factor to account for influence of location and loading of neighboring anchors on concrete blowout

strength for anchor channels loaded in tension

ψs,V modification factor to account for influence of location and loading of neighboring anchors on concrete edge

breakout strength for anchor channels loaded in shear


Tension

(Section 4.1.3.2)

Shear perpendicular to the longitudinal channel axis

(Section 4.1.3.3)

Shear in direction of longitudinal channel axis

(Section 4.1.3.4)

Ste

el f

ailu

re

Section 4.1.3.2.2 Section 4.1.3.3.2 Section 4.1.3.4.2

Nss

(Nss,seis) Ms,flex

(Ms,flex,seis)

Failure of channel bolt Flexural failure of channel

Vss (Vss,seis)

Vss,M

(Vss,M,seis)

Failure of channel bolt (shear without lever arm) Failure of channel bolt (shear with lever arm)

Vss (Vss,seis) Vss,M

(Vss,M,seis)

Failure of channel bolt (shear without lever arm) Failure of channel bolt (shear with lever arm)

Nsl

(Nsl,seis)

Flexural failure of channel lips Vsl,y

(Vsl,y,seis) Flexural failure of channel lip Vsl,x

(Vsl,x,seis) Connection between channel lips and bolt

Nsc

(Nsc,seis) Failure of connection between channel and anchor

Vsc,y

(Vsc,y,seis) Failure of connection between channel and anchor

Vsc,x

(Vsc,x,seis) Failure of connection between channel and anchor

Nsa

(Nsa,seis) Failure of anchor Vsa,y

(Vsa,y,seis) Failure of anchor Vsa,x

(Vsa,x,seis) Failure of anchor

Sections 4.1.3.2.3, 4.1.3.2.4, and 4.1.3.2.5 Sections 4.1.3.3.3 and 4.1.3.3.4 Sections 4.1.3.4.3 and 4.1.3.4.4

Co

ncr

ete

failu

re

Ncb

(Ncb,seis)

Concrete cone failure (without anchor reinforcement)

Vcb,y

(Vcb,y,seis)

Concrete edge failure (without anchor reinforcement)

Vcb,x

(Vcb,x,seis)

Concrete edge failure (without anchor reinforcement)

Nca

(Nca,seis) Anchor reinforcement Vca,y

(Vca,y,seis) Anchor reinforcement

Npn

(Npn,seis) Pullout failure Vcp,y

(Vcp,y,seis)Pryout failure Vcp,x

(Vcp,x,seis) Pryout failure

Nsb

(Nsb,seis)

Blow out failure

Combined Tension and Shear Loads (Section 4.1.3.6)

Ste

el f

ailu

re

Nss, Vss

(Nss,seis, Vss,seis) For channel bolts Eq. (43) shall be satisfied.

Nns,a, Vns,a,y, Vns,a,x

(Nns,a,seis, Vns,a,y,seis, Vns,a,x,seis)

For anchor and connection between anchor and channel Eq. (44) shall be satisfied.

Nsl, Ms,flex, Vsl,y, Vsl,x

(Nsl,seis, Ms,flex,seis, Vsl,y,seis, Vsl,x,seis)

At the point of load application Eq. (45) and Eq. (46) shall be satisfied.

Co

ncr

ete

failu

re

Nnc, Vnc,y, Vnc,x

(Nnc,seis, Vnc,y,seis, Vnc,x,seis) For concrete failure modes Eq. (47) shall be satisfied.

FIGURE 8-1: OVERVIEW REQUIRED VERIFICATIONS FOR STATIC LOADING (SEISMIC LOADING)


FIGURE 8-2: DIMENSIONS OF ANCHOR CHANNEL SYSTEM

FIGURE 8-3: ANCHOR CHANNEL HAC AND CHANNEL BOLT HBC-C

FIGURE 8-4: POSITION OF ANCHOR CHANNEL AND CHANNEL BOLTS

FIGURE 8-5: CHANNEL BOLT SPACING SCHB

FIGURE 8-4: POSITION OF ANCHOR CHANNEL AND CHANNEL BOLTS


TABLE 8-1—GEOMETRIC PARAMETERS, HILTI ANCHOR CHANNELS (HAC)

Criteria Symbol Units Anchor channel sizes

HAC-40F HAC-50F HAC-60F HAC-70F

Channel height hch in 1.10 1.22 1.40 1.57

(mm) (28.0) (31.0) (35.5) (40.0)

Channel width bch in 1.61 1.65 1.71 1.79

(mm) (40.9) (41.9) (43.4) (45.4)

Moment of inertia Iy in4 0.0516 0.0796 0.1392 0.2293

(mm4) (21,463) (33,125) (57,930) (95,457)

Minimum anchor spacing smin in 3.94

(mm) (100)

Maximum anchor spacing smax in 9.84

(mm) (250) Minimum effective embedment depth

hef,min in 3.58 4.17 5.83 6.89

(mm) (91) (106) (148) (175)

Nominal embedment depth hnom in

(mm)

hef + th

Thickness of the anchor head th in 0.12 0.14 0.18 0.20

(mm) (3.0) (3.5) (4.5) (5.0)

Minimum edge distance ca,min in 1.97 1.97 2.95 2.95

(mm) (50) (50) (75) (75)

Minimum end spacing xmin in 0.98 0.98 0.98 0.98

(mm) (25) (25) (25) (25)

Anchor shaft diameter d2 in 0.28 0.36 0.36 0.43

(mm) (7.19) (9.03) (9.03) (10.86)

Head diameter1 d1 in 0.69 0.77 0.77 0.91

(mm) (17.5) (19.5) (19.5) (23.0) Net bearing area of the anchor head

Abrg in2 0.324 0.400 0.400 0.552

(mm2) (209) (258) (258) (356) Minimum concrete member thickness

hmin in 4.37 4.92 6.61 7.72

(mm) (111) (125) (168) (196)

1The head diameter is the inner diameter of the hexagonal shaped head, and does not fully reflect the cross sectional area of the anchor head.

TABLE 8-2—INSTALLATION TORQUE, HILTI ANCHOR CHANNEL BOLTS (HBC-C)

Bolt type Units Installation torque Tinst (General)1

Installation torque Tinst

(Steel to steel contact)2

HAC-40F HAC-50F HAC-60F HAC-70F HAC-40F HAC-50F HAC-60F HAC-70F

HBC-C M12 8.8 F ft-lb 19 55 (Nm) (25) (75)

HBC-C M16 4.6 F ft-lb 44 52 (Nm) (60) (70)

HBC-C M16 50 R ft-lb 44 44 (Nm) (60) (60)

HBC-C M16 8.8 F ft-lb 44 136 (Nm) (60) (185)

HBC-C M20 8.8 F ft-lb 52 78 89 236 (Nm) (70) (105) (120) (320)

1General: The fixture is in contact with the channel profile and the concrete surface 2Steel to steel contact: The fixture is fastened to the anchor channel by suitable steel part (e.g. square plate washer), fixture is in contact with the channel profile only


TABLE 8-3—TENSION STEEL STRENGTH DESIGN INFORMATION, HILTI ANCHOR CHANNELS (HAC)


HAC-40F HAC-50F HAC-60F HAC-70FNominal tensile steel strength for local failure of channel lips

Nsl lb 5,620 7,865 11,240 15,960

(kN) (25.0) (35.0) (50.0) (71.0) Nominal tensile steel strength for local failure of channel lips for seismic design

Nsl,seis lb - 7,865 7,865 15,960

(kN) - (35.0) (35.0) (71.0)

Strength reduction factor for local failure of channel lips1 - 0.75 (0.80)

Nominal tensile steel strength of a single anchor

Nsa lb 7,080 11,240 11,240 16,320

(kN) (31.5) (50.0) (50.0) (72.6) Nominal tensile steel strength of a single anchor for seismic design

Nsa,seis lb - 11,240 11,240 16,320

(kN) - (50.0) (50.0) (72.6) Strength reduction factor for anchor failure1 - 0.65 (0.75) 0.75 (0.80)

Nominal tensile steel strength of connection between anchor and channel

Nsc lb 5,620 7,865 11,240 15,960

(kN) (25.0) (35.0) (50.0) (71.0)

Nominal tensile steel strength of connection between anchor and channel for seismic design

Nsc,seis lb - 7,865 7,865 15,960

(kN) - (35.0) (35.0) (71.0)

Strength reduction factor for failure of connection between anchor and channel1

- 0.75 (0.80)

Nominal bending strength of the anchor channel

Ms,flex lb-in 10,050 14,125 19,355 28,000 (Nm) (1,136) (1,596) (2,187) (3,164)

Nominal bending strength of the anchor channel for seismic design

Ms,flex,seis lb-in - 14,125 14,125 28,000 (Nm) - (1,596) (1,596) (3,164)

Strength reduction factor for bending failure1 - 0.85 (0.90)

1The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of in parentheses must be used.

TABLE 8-4—TENSION CONCRETE STRENGTH DESIGN INFORMATION, HILTI ANCHOR CHANNELS (HAC)


HAC-40F HAC-50F HAC-60F HAC-70FEdge distance required to develop full concrete capacity in absence of anchor reinforcement

cac in 10.75 12.52 17.48 20.67

(mm) (273) (318) (444) (525)

Strength reduction factor for tension, concrete failure modes1 - 0.70

1The tabulated value of applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4(c).


TABLE 8-5—SHEAR STEEL STRENGTH DESIGN INFORMATION, HILTI ANCHOR CHANNELS (HAC)


HAC-40F HAC-50F HAC-60F HAC-70FNominal shear steel strength for local failure of channel lips

Vsl,y lb 7,835 10,675 16,205 21,550

(kN) (34.8) (47.4) (72.0) (95.8) Nominal shear steel strength for local failure of the channel lips for seismic design

Vsl,y,seis lb - 10,675 10,675 21,550

(kN) - (47.4) (47.4) (95.8)

Strength reduction factor for local failure of channel lips1 - 0.75 (0.80)

Nominal shear steel strength of connection between channel lips and channel bolts

Vsl,x lb - 7,460 7,460 9,630

(kN) - (33.2) (33.2) (42.8) Nominal shear steel strength of connection between channel lips and channel bolts for seismic design

Vsl,x,seis lb - 7,460 7,460 9,630

(kN) - (33.2) (33.2) (42.8)

Strength reduction factor for failure of connection between channel lips and channel bolts1

- - 0.75 (0.8)

Nominal shear steel strength of a single anchor

Vsa,y lb 7,835 10,675 16,250 21,550

(kN) (34.8) (47.4) (72.0) (95.8) Nominal shear steel strength of a single anchor for seismic design

Vsa,y,seis lb - 10,675 10,675 21,550

(kN) - (47.4) (47.4) (95.8) Strength reduction factor anchor failure1 - 0.65 (0.75) 0.75 (0.80)

Nominal shear steel strength of a single anchor

Vsa,x lb - 6,740 6,740 9,800

(kN) - (30.0) (30.0) (43.6) Nominal shear steel strength of a single anchor for seismic design

Vsa,x,seis lb - 6,740 6,740 9,800

(kN) - (30.0) (30.0) (43.6) Strength reduction factor anchor failure1 - - 0.75 (0.80)

Nominal shear steel strength of connection between anchor and channel

Vsc,y lb 7,835 10,675 16,250 21,550

(kN) (34.8) (47.4) (72.0) (95.8)

Nominal shear steel strength of connection between anchor and channel for seismic design

Vsc,y,seis lb - 10,675 10,675 21,550

(kN) - (47.4) (47.4) (95.8)


- 0.75 (0.80)

Nominal shear steel strength of connection between anchor and channel

Vsc,x lb - 5,240 5,240 9,590

(kN) - (23.3) (23.3) (42.6)

Nominal shear steel strength of connection between anchor and channel for seismic design

Vsc,x,seis lb - 5,240 5,235 9,590

(kN) - (23.3) (23.3) (42.6)


- - 0.75 (0.80)



TABLE 8-6—SHEAR CONCRETE STRENGTH DESIGN INFORMATION, HILTI ANCHOR CHANNELS (HAC)


HAC-40F HAC-50F HAC-60F HAC-70FFactor to account for the influence of channel size and anchor diameter on concrete edge breakout strength in shear

αch,V lb1/2/in1/3 10.5

(N1/2/mm1/3) (7.5)

Coefficient for pryout strength kcp - 2.0 Strength reduction factor for shear, concrete failure modes1 - 0.70

1The tabulated value of applies when both the load combinations of Section 1605.2 of the IBC, ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used and the requirements of ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition B are met. Condition B applies where supplementary reinforcement is not provided. For installations where complying supplementary reinforcement can be verified, the factors described in ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, for Condition A are allowed. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4(c).

TABLE 8-7—TENSION STEEL STRENGTH DESIGN INFORMATION, HILTI ANCHOR CHANNEL BOLTS (HBC-C)

Criteria Symbol Units Bolt type Channel bolt sizes

M12 M16 M20

Nominal tensile strength of a channel bolt

Nss

lb HBC-C 4.6 F

- 14,115 - (kN) - (62.8) - lb HBC-C

50 R - 14,080 -

(kN) - (62.6) - lb

HBC-C 8.8 F

15,160 28,235 39,190 (kN) (67.4) (125.6) (174.3)

Nominal tensile strength of a channel bolt for seismic design

Nss,seis lb - 28,235 39,190

(kN) - (125.6) (174.3) Strength reduction factor for tension, steel failure modes1 - - 0.65 (0.75)


TABLE 8-8—SHEAR STEEL STRENGTH DESIGN INFORMATION, HILTI ANCHOR CHANNEL BOLTS (HBC-C)

Criteria Symbol Units Bolt type Channel bolt sizes

M12 M16 M20

Nominal shear strength of a channel bolt

Vss

lb HBC-C 4.6 F

- 8,470 - (kN) - (37.6) - lb HBC-C

50 R - 8,450 -

(kN) - (37.5) - lb

HBC-C 8.8 F

9,095 16,940 26,435 (kN) (40.4) (75.3) (117.6)

Nominal shear strength of a channel bolt for seismic design

Vss,seis lb - 16,940 26,435

(kN) - (75.3) (117.6)

Nominal flexural strength of the channel bolt ssM 0

lb-in HBC-C 4.6 F

- 1,180 - (Nm) - (133.1) - lb-in HBC-C

50 R - 1,180 -

(Nm) - (132.8) - lb-in

HBC-C 8.8 F

930 2,355 4,595 (Nm) (104.8) (266.3) (519.2)

Nominal flexural strength of the channel bolt for seismic design ss seisM 0

, lb-in - 2,355 4,595

(Nm) - (266.3) (519.2) Strength reduction factor for shear, steel failure modes1 - - 0.60 (0.65)



TABLE 8-9—MATERIAL SPECIFICATIONS AND PROPERTIES, HILTI ANCHOR CHANNELS (HAC) AND HILTI ANCHOR CHANNEL BOLTS (HBC-C)

Component Carbon steel Surface Stainless steel

Channel Profile

Carbon steel

Hot dip galvanized ≥ 55 µm1

Hot dip galvanized ≥ 70 µm2

-

Rivet Hot dip galvanized ≥ 45 µm -

Anchor Hot dip galvanized ≥ 45 µm -

Channel bolt Grade 4.6 and 8.8

according to DIN EN ISO 898-1:2009-8

Hot dip galvanized ≥ 45 µm, or

electroplated ≥ 8 µm

Grade 50 according to DIN EN ISO 3506-1:2010-4,

passivation according ASTM A380

Plain washer3

ISO 7089 and ISO 7093-1

Hardness A, 200 HV Hot dip galvanized,

or electroplated

Hardness A, 200 HV according to ISO 3506-1

Hexagonal nut ISO 4032 or DIN 934

4

Property class 8 according to ISO 898-2,

or property class 5

according to DIN 267-4

Hot dip galvanized ≥ 45 µm, or

electroplated ≥ 8 µm

Property class 70 according to DIN 267-11

1For HAC-40F and HAC-50F 2For HAC-60F and HAC-70F 3Not in scope of delivery 4Hexagonal nuts DIN 934 for channel bolts made from carbon steel grade 4.6 and stainless steel bolts

FIGURE 8-6: MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) FOR ANCHOR CHANNEL


FIGURE 8-7: MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) FOR CHANNEL BOLTS


FIGURE 8-8: MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) FOR LONGITUDINAL SHEAR

AND SEISMIC APPLICATIONS

accepted and trusted - hilti · accordance with aci 318-14 chapter 17, aci 318-11, -08, and -05...

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